CN106405675A - Dynamic monitoring system and method for early warning against slope slide of tailing pond of strip mining pit - Google Patents
Dynamic monitoring system and method for early warning against slope slide of tailing pond of strip mining pit Download PDFInfo
- Publication number
- CN106405675A CN106405675A CN201610725629.1A CN201610725629A CN106405675A CN 106405675 A CN106405675 A CN 106405675A CN 201610725629 A CN201610725629 A CN 201610725629A CN 106405675 A CN106405675 A CN 106405675A
- Authority
- CN
- China
- Prior art keywords
- monitoring
- displacement
- data
- slope
- water level
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V9/00—Prospecting or detecting by methods not provided for in groups G01V1/00 - G01V8/00
Abstract
The invention discloses a dynamic monitoring system for early warning against slope slide of a tailing pond of a strip mining pit. The system comprises a pond water level change monitoring unit, a land surface crack and displacement monitoring unit, a deep part deformation and displacement monitoring unit and a microscopic tour-inspection monitoring unit. The system has the advantages that main factors that cause slope slide can be analyzed, and monitoring has focuses. The significant structure surface that causes slop slide is analyzed for the engineering geological environment of the tailing pond of the strip mining pit, and the positions, depths and amount of deep part displacement monitoring points are determined correspondingly; and water level change is determined to be a main factor that influences the slope stability via a finite element reduction method and indoor compression test. Monitoring for water level change is enhanced, the monitoring frequency of other monitoring units is determined according to water level change data, focus monitoring is carried out in key periods, and common monitoring is carried out in normal periods. The invention also discloses a monitoring method in which the monitoring system is used.
Description
Technical field
The invention belongs to Rock Slope Stability Analysis and landslide early warning field, especially one kind is for outdoor pit tail
The dynamic monitoring system of ore deposit storehouse slope and land slide early warning and monitoring method.
Background technology
High precipitous rock slope is common type in Rock Slope Stability Analysis, more wide in mine, tunnel equal distribution
General, under weight stress effect, with the carrying out of surface mining activity, side slope free face is gradually increased, the probability that landslide produces
It is gradually increased.Side slope trailing edge OF makes rainfall constantly infiltrate, hydrostatic pressure and flowing pressure aggravation landslide on structural plane
The danger producing, surface displacement constantly increases.
After opencast gold ore exploitation task terminates, pit uses as the Tailings Dam in neighbouring ore dressing plant, the discharge of water for industrial use
And rainy season rainfall makes Tailings Dam continue water-retention, the impact of storehouse water side slope mainly includes two aspects：One is water side slope rock
The impact of stone mechanical property；Two is the impact that water level circulates side slope rock.Outdoor pit Tailings Dam Analysis of Slope Stability is subject to
Reservoir level impact is notable, and has sudden, frequently results in large-scale landslide disaster.
At present, conventional dynamic monitoring system is primarily present the problem of 3 aspects：One is existing dynamic monitoring system pair
Ensure that the necessary Contents for Monitoring that outdoor pit Safety of Tailings Dam uses is not comprehensive, general outdoor pit Tailings Dam side slope is dynamically supervised
The displacement of examining system side slope itself and STRESS VARIATION carry out dynamic monitoring, and the leading factor for induction slope instability is not added with
To analyze, thus lacking the monitoring to main predisposing factors.For outdoor pit Tailings Dam, the change due to water level leads to pit
The damage of rock, is the direct factor leading to displacement to increase, and is also the promoting factor leading to come down, so should strengthen to water level
The monitoring of change；Two is the relatively costly of dynamic monitoring system, and with scientific and technical development, advanced instrument and equipment is applied to
The monitoring on landslide, the such as technology such as acoustic emission monitor(ing), Magnetic Sensor, 3 D laser scanning, though can the higher monitoring side slope of precision
Safe condition, but relatively costly, and instrument and equipment is more accurate, is easily destroyed by anthropic factor；Three is existing monitoring
The monitoring frequency of the monitoring index of system and early warning value are all fixed value.But for outdoor pit Tailings Dam, the discharge of mine tailing
State is a dynamic variable, and fixing monitoring frequency can not accomplish that optimization is monitored, so needing to set up more comprehensively
Dynamic monitoring system.
Content of the invention
The purpose of the present invention is for overcoming above-mentioned the deficiencies in the prior art, providing one kind to be used for outdoor pit Tailings Dam side slope
The dynamic monitoring system of landslide early warning and monitoring method, by mine geology exploration data, in conjunction with rock mechanics laboratory experiment, point
The leading factor of analysis induction Slope Sliding.Using multiple deformation parameter indexs, and the monitoring of prominent water level, and select reasonably to supervise
Measured frequency and early warning value, for outdoor pit Tailings Dam more comprehensively, more reasonably monitoring meanss.
For achieving the above object, the present invention adopts following technical proposals：
A kind of dynamic monitoring system for the Tailings Dam slope and land slide early warning of outdoor pit, including：
Pit water level monitoring means, measure water level elevation change with GPS, by geologic information and indoor rock mechanics experiment
Analysis can obtain, and pit water level circulation change is the main inducing producing landslide, and the change of pit water level determines other monitoring means
Monitoring frequency；
Surface cracks and displacement monitoring unit, using GPS system measurement, gps data collection is same using multiple stage GPS
Step observation, to obtain observation data, after the completion of observation, is downloaded observation data, the data downloaded tentatively resolving is processed；
Deep deformation and displacement monitoring unit, using borehole inclinometer monitoring, take regular gaging hole, are carried by technical staff
Clinograph monitoring device, tests to deep displacement to landslide scene, record data, then industry in Monitoring Data is arranged；
Macroscopic view inspection monitoring means, are directly acquainted with the situation of change of side slope by inquiry with visiting tour；
CPU, the data of aforementioned each unit is delivered in central processing unit, respectively by calling initial data
Storehouse data, the relation of analysis monitoring data of displacement and water level monitoring data, in combination with macroscopic view inspection analyses slope instability
Probability.
Described pit water level monitoring means, specifically include the change that Contents for Monitoring is water level value, are interpreted as after data processing
Water level variable and rate of change curve chart；The variable quantity of water level and rate of change decide the monitoring frequency of other monitoring means
Rate, monitoring frequency is directly proportional to the variable quantity of water level and rate of change.
Described surface cracks and displacement monitoring unit, are specifically included in stable location and set up datum mark, in monitoring side slope body
Upper setting observation station, with the displacement variable between GPS periodic measurement measuring point and datum mark；It is interpreted as after data processing coming down
Body surface displacement amount, direction of displacement and rate of deformation curve chart.
The arrangement of described observation station, arranges 3 deviational survey holes in deep rock mass displacement monitoring.
For completing surface displacement point layout, in north side, side slope sets up monitoring network, and the method using GPS real-time monitoring,
Using direct method for embedding, complete the shift value measurement of each measuring point.
Described surface cracks monitoring means, using ribbon measurement, Contents for Monitoring is mainly the spread scenarios in crack, if
The change of the unexpected saltatory of crack progressing speed, or longitudinal cracks are elongated suddenly, and indication side slope will unstable failure.
Arrange 5 groups of fracture width measurement basic points altogether in slope top pull crack both sides, directly measure the width in crack with ribbon
Degree change.
Described deep deformation and displacement monitoring unit, specifically include by observing deep rock mass displacement, accurately grasp slopes
The position of sliding surface, side slope measuring point displacement speed and side slope displacement body are with the situation of change of depth；Going through after Monitoring Data process
When curve, be interpreted as the spatial distribution of each rock-soil layer relative displacement and deformation rule in slump body.
Described macroscopic view inspection monitoring means, specifically include sedimentation, protuberance, building deformation and abnormal phenomena, submit slump to
Body inspection route and deformation report.
Described abnormal phenomena includes ground sound, ground water anomaly and animal anomaly.
A kind of monitoring method utilizing the dynamic monitoring system for the Tailings Dam slope and land slide early warning of outdoor pit, including with
Lower step：
1) geologic information analysis, by being analyzed to mine geology data, determines and induces outdoor pit Tailings Dam side slope
The main geologic construction of unstability, the potential regional analysises in landslide being deformed according to Mine geological prospecting data and current side slope,
Determine position and the number of surface displacement monitoring point, in side slope body, portion has weak alteration band structure, be the important of generation landslide
Structural plane, determines the position of deep soils point, depth, number according to alteration zone position；
2) indoor rock mechanics experiment, the water level that the discharge of mine tailing makes is in lasting variable condition.By indoor rock power
Learn the impact of the mechanical characteristic to rock for the analysis of experiments SEA LEVEL VARIATION, choose typical alteration zone rock, carry out different full water-mistakes
Water circulation condition single shaft and triaxial compression test, SEA LEVEL VARIATION side slope mechanical properties of rock causes major injury, is to produce to slide
The major inducing factor on slope；
3) Strength Reduction of FEM analysis, by set up Numerical Model Analysis SEA LEVEL VARIATION when, the stress of side slope, should
Change and the change of safety coefficient, determine that SEA LEVEL VARIATION is the principal element on impact landslide；
4) installation and debugging of monitoring device, install GPS measuring system, and operation equipment simultaneously records primary data, using brill
Hole inclinometer measures and records the primary data of each gaging hole；
5) acquisition of Monitoring Data and process, monitoring information is related to testing project whole measuring point performance data and result of calculation
Data, periodically carries GPS, portable borehole inclinometer equipment by professional monitoring personnel, observes note to each monitoring point
Record or downloading data；
6) after the completion of the monitoring of a phase time, process the data of all kinds of monitoring instruments in time, pick out monitoring noise number
According to；To reliable data organization Various types of data outcome table, curve chart, comprehensive analysis Monitoring Result；Grasp the deformation dynamics on landslide,
Write Surveillance.
Step 5) in data processing as follows：
(1) rejecting of abnormal data and interpolation
To in Monitoring Data substantially exception and the larger data of error rejected, in order to ensure between the grade of Monitoring Data
Every property, linear interpolation process is carried out to the Monitoring Data after rejecting；
For accumulation displacement series Y1, Y2, Y3…Yi…Yp…Yj…Yn, i, j, n are sequential time sequence, and n is more than 3
Integer, p is to reject point number；
Its corresponding time series is t1, t2, t3…ti…tp…tj…tnIf, in ti…tjBetween eliminate p data,
Interpolated value after rejecting adopts following formula to calculate：
In formula：tiFor monitoring the time；YiIt is from starting to tiAccumulative displacement, YjIt is from starting to tjAccumulative displacement；
(2) project
First, judge the direction of displacement of monitoring point accumulation displacement by the means of statistical analysiss, with most of displacement vectors
Direction is foundation, determines the main sliding direction of each point, and by each point displacement vector to the main sliding direction projection of each point, obtains each point and exist
Displacement on main sliding direction；Following formula is the computing formula calculating the accumulating displacement in main sliding direction for each monitoring point：
Yi *=Yicos(αi-γ)
In formula：Yi *Projection on the main sliding direction for-each point accumulation displacement；
αi- accumulation displacement orientation angle；
γ-main sliding azimuth；
(3) analysis of deformation jumping phenomenon and process
The type of analysis accumulation displacement-time curve, concludes the landslide corresponding to dissimilar accumulation displacement-time curve
Deformation rule；The processing method of different types of accumulation displacement-time curve is different：Smooth type curve is not processed；Concussion type is bent
Line is smoothed with uniform filter method, processes accumulation displacement using secondary filtering：
In formula：Yi 1- once uniformly filter after gained accumulation displacement；
Yi 2Gained accumulation displacement after the filtering of-secondary uniform.
In the present invention, each monitoring means and means are as shown in table 1.
Table 1 primary metering method table
The collection of Monitoring Data, monitoring information is related to testing project whole measuring point performance data and calculation result data, fixed
Phase carries the equipment such as GPS, portable borehole inclinometer by professional monitoring personnel, is observed recording to each monitoring point
Or downloading data.
Table 2 landslide monitoring data acquisition and arrangement information table
It should be taken into account that the discharge of mill tailings, the monitoring time should be monthly twice for monitoring for reservoir level, plus
Close period is weekly, by analyzing the Reservoir Water Level Monitoring Data obtaining, determines the monitoring frequency of other monitoring means.When
Reservoir Water Level speed is located in the range of 0 2cm/d, and other monitoring means adopt routine monitoring；When Reservoir Water Level speed position
It should be monitored using encryption in the range of 2 5cm/d；When Reservoir Water Level speed is more than 10cm/d, answer real-time monitoring, prevent
The unexpected generation on on-slip slope.
For the slip mass of deformation tendency aggravation, the determination of displacement monitoring data collection cycle needs to consider different deformation
Stage and instrumental systematic errors are adjusting, and reservoir level dynamic monitoring, because its process data dynamic is stronger, its acquisition interval
Property to be consistent.Based on the needs of deformation-water level correlation analysiss, displacement monitoring data acquisition intervals should be tried one's best the retention time
With the seriality in spatial domain, in order to avoid omitting some dynamic details, the degree of accuracy of data analysiss can be improved simultaneously.
The arrangement of Monitoring Data, for intuitively describing the deformation behaviour on landslide, the finishing analysis method of Monitoring Data is main
It is all kinds of chart, such as：Surface displacement-water level-time curve, landslide fissure displacement-ga ge relation curve, underground deviational survey position
Shifting-depth-time curve；Landslide displacement rate curve, landslide displacement vector etc..
During achievement data arranges, attention, the particularly generation in crack and development be should give for macroscopical geological deformation feature
Scale, connectedness, surface subsidence, sink, building deformation and the abnormal phenomena relevant with deformation (such as sound, ground water anomaly,
Animal anomaly etc.).
Point layout, deep rock mass displacement monitoring arranges 3 deviational survey holes, and it is as shown in table 3 that details are buried in deviational survey hole.
Information table is buried in table 3 deviational survey hole
For completing surface displacement point layout, spy sets up monitoring network, and the side using GPS real-time monitoring in north side side slope
Method, using direct method for embedding, completes the shift value measurement of each measuring point, sedimentation, horizontal displacement observation point arrangement schematic diagram are such as
Shown in Fig. 1 a, Fig. 1 b, the flat distribution map of observation station is as shown in Figure 3.In order to observe the change in crack, in slope top pull crack two
Side arranges 5 groups of fracture widths measurement basic points altogether, directly measures the change width in crack with ribbon, this method is simple to operate,
Intuitive is strong, and Crack Monitoring point is arranged as shown in Figure 2 a.
The invention has the beneficial effects as follows：For outdoor pit Tailings Dam Geological Environment Engineering, to produce the danger on landslide because
Element is analyzed, and circulates the damaging action of side slope rock according to water level, sets up dynamic water table monitoring system, and one is by analysis
Geological exploration data, there is weak alteration band structure in the portion in side slope body that can obtain, be the important feature face that landslide occurs, according to alteration
Determine that the position of deep soils point, depth, number determine with position；Two is to analyze water level by Strength Reduction of FEM
The impact of change side slope stress, strain and safety coefficient, determines that SEA LEVEL VARIATION is the principal element of impact stability of slope；Three are
By the interior compression test under different full water-dehydration cycling conditions, the full water-dehydration of analysis circulates the damage that side slope rock causes
Wound, SEA LEVEL VARIATION side slope rock produces serious damage, and the reduction of side slope rock mechanics condition, is to lead to Rock Slope
Main inducing.So, answer dynamic monitoring system should project SEA LEVEL VARIATION monitoring, realize outdoor pit side slope can plan as a whole and
Turn round and look at the monitoring that again gives top priority to what is the most important.SEA LEVEL VARIATION is to produce the major inducing factor on landslide it is necessary to strengthen the monitoring to SEA LEVEL VARIATION, root
Determine the monitoring frequency of other monitoring means according to SEA LEVEL VARIATION data, accomplish that the monitoring of critical period emphasis, normal period are commonly supervised
Survey.
Brief description
Fig. 1 a, Fig. 1 b are surface displacement observation station and deviational survey hole arrangement schematic diagram in the present invention respectively；
Fig. 2 a is arrangement schematic diagram in surface cracks monitoring point in the present invention；
Fig. 2 b, Fig. 2 c are 487 geological profile of exploratory line and mathematical calculation model figure respectively；
Fig. 2 d, Fig. 2 e are that natural operating mode, reservoir level rise to -58 meters of condition bottom offset cloud atlas respectively；
Fig. 2 f, Fig. 2 g are the shearing strain increment isogram that comes down under the conditions of natural operating mode, reservoir level rise to -58 meters respectively；
Fig. 3 is observation station flat distribution map in the present invention；
Fig. 4 is SEA LEVEL VARIATION figure in the present invention；
Fig. 5 is slope deforming block plan in the present invention；
Fig. 6 a, Fig. 6 b are GC3, GC7, GC8 accumulation displacement, rate of displacement and ga ge relation figure in the present invention respectively；
Fig. 7 a, Fig. 7 b are GC4, GC6, GC13 accumulation displacement, rate of displacement and ga ge relation figure in the present invention respectively；
Fig. 8 a, Fig. 8 b are GC2, GC9, GC10, GC12, GC33 accumulation displacement, rate of displacement and water level in the present invention respectively
Graph of a relation；
Fig. 9 a, Fig. 9 b are landslide fissure accumulation displacement, rate of displacement and time chart in the present invention respectively；
Figure 10 a, Figure 10 b are 1#, 2# hole deep displacement change curve in the present invention respectively；
Figure 11 is 3# hole deep displacement change curve in the present invention；
In figure：GC is deep displacement measuring point hole number.
Specific embodiment
The present invention is further described with reference to the accompanying drawings and examples.
Structure depicted in this specification institute accompanying drawings, ratio, size etc., all only in order to coordinate in disclosed in description
Hold, so that those skilled in the art understands and reads, be not limited to the enforceable qualificationss of the present invention, therefore do not have skill
Essential meaning in art, the adjustment of the modification of any structure, the change of proportionate relationship or size, can produce not affecting the present invention
Under the effect given birth to and the purpose that can reach, all should still fall in the range of disclosed technology contents obtain and can cover.
Meanwhile, in this specification cited as " on ", D score, "left", "right", " middle " and " one " etc. term, be merely convenient to
Describe understands, and is not used to limit the enforceable scope of the present invention, being altered or modified of its relativeness, changes in no essence
Under technology contents, when being also considered as the enforceable category of the present invention.
1. select side slope, monitoring point is arranged：
The present invention taking gold tailing pond side slope on the storehouse of Yantai as a example illustrates, the construction of impact mining area slope stability is mainly
3# alteration zone, 3# alteration zone is width is 10～20m, length be 400m about structurally fractured zone, positioned at mining area Qing Ye plant area
With 507 between exploration line.Nearly 50 ° of 3# alteration closely matrix section with angle inclination angle, more toward depths, its inclination angle is bigger, totally inclines
Angle is between 50 °～60 °.In 3# alteration zone, rock stratum is beresitization ruptured zone, in loose massive structure, mainly by stone
The mineral compositions such as English, sericite, pyrite, wherein contain pyrite, and pyrite beresitization ruptured zone was constructed by late period
The impact of activity, overall is in broken shape, and alteration is serious, is sandwiched in fine pulse-like in rock stratum, has a strong impact on the safety of side slope.
Deep rock mass displacement monitoring arranges 3 deviational survey holes altogether, and in July, 2014 has completed deviational survey hole drilling and inclinometer pipe is installed
Work, and be monitored in real time using inclinometer.Underground deep rock displacements monitoring cycle is 4 weeks/time, when underground displacement becomes
Intensive measurement frequency when change amount is larger.For completing surface displacement point layout, spy sets up monitoring network in north side side slope, and adopts
The method of GPS real-time monitoring, using direct method for embedding, completes the shift value measurement of each measuring point.The water level monitoring cycle is 4
Week/time, the intensive measurement frequency when SEA LEVEL VARIATION is very fast.In order to observe the change in crack, in slope top pull crack both sides cloth altogether
Put 5 groups of fracture width measurement basic points, directly measure the change width in crack with ribbon, this method is simple to operate, intuitive
By force.
2. monitoring step：
A kind of monitoring method utilizing the dynamic monitoring system for the Tailings Dam slope and land slide early warning of outdoor pit, including with
Lower step：
1) geologic information analysis, by being analyzed to mine geology data, determines and induces outdoor pit Tailings Dam side slope
The main geologic construction of unstability, the potential regional analysises in landslide being deformed according to Mine geological prospecting data and current side slope,
Determine position and the number of surface displacement monitoring point, in side slope body, portion has weak alteration band structure, be the important of generation landslide
Structural plane, determines the position of deep soils point, depth, number according to alteration zone position；
2) Strength Reduction of FEM analysis, by set up Numerical Model Analysis SEA LEVEL VARIATION when, the stress of side slope, should
Change and the change of safety coefficient, determine that SEA LEVEL VARIATION is the principal element on impact landslide；
3) indoor rock mechanics experiment, the water level that the discharge of mine tailing makes is in lasting variable condition；By indoor rock power
Learn the impact of the mechanical characteristic to rock for the analysis of experiments SEA LEVEL VARIATION, choose typical alteration zone rock, carry out different full water-mistakes
Water circulation condition single shaft and triaxial compression test, SEA LEVEL VARIATION side slope mechanical properties of rock causes major injury, is to produce to slide
The major inducing factor on slope；
4) installation and debugging of monitoring device, install GPS measuring system, and operation equipment simultaneously records primary data, using brill
Hole inclinometer measures and records the primary data of each gaging hole；
5) acquisition of Monitoring Data and process, monitoring information is related to testing project whole measuring point performance data and result of calculation
Data, periodically carries GPS, portable borehole inclinometer equipment by professional monitoring personnel, observes note to each monitoring point
Record or downloading data；
6) after the completion of the monitoring of a phase time, process the data of all kinds of monitoring instruments in time, pick out monitoring noise number
According to；To reliable data organization Various types of data outcome table, curve chart, comprehensive analysis Monitoring Result；Grasp the deformation dynamics on landslide,
Write Surveillance.
Step 5) in data processing as follows：
(1) rejecting of abnormal data and interpolation
To in Monitoring Data substantially exception and the larger data of error rejected, in order to ensure between the grade of Monitoring Data
Every property, linear interpolation process is carried out to the Monitoring Data after rejecting；
For accumulation displacement series Y1, Y2, Y3…Yi…Yp…Yj…Yn, its corresponding time series is t1, t2, t3…ti…
tp…tj…tnIf, in ti…tjBetween eliminate p data, the interpolated value after rejecting adopt following formula calculate：
In formula：tiFor monitoring the time；YiIt is from starting to tiAccumulative displacement；
(2) project
First, judge the direction of displacement of monitoring point accumulation displacement by the means of statistical analysiss, with most of displacement vectors
Direction is foundation, determines the main sliding direction of each point, and by each point displacement vector to the main sliding direction projection of each point, obtains each point and exist
Displacement on main sliding direction；Following formula is the computing formula calculating the accumulating displacement in main sliding direction for each monitoring point：
Yi *=Yicos(αi-γ)
In formula：Yi *Projection on the main sliding direction for-each point accumulation displacement；
αi- accumulation displacement orientation angle；
γ-main sliding azimuth；
(3) analysis of deformation jumping phenomenon and process
The type of analysis accumulation displacement-time curve, concludes the landslide corresponding to dissimilar accumulation displacement-time curve
Deformation rule；The processing method of different types of accumulation displacement-time curve is different：Smooth type curve is not processed；Concussion type is bent
Line is smoothed with uniform filter method, processes accumulation displacement using secondary filtering：
In formula：Yi 1- once uniformly filter after gained accumulation displacement；
Yi 2Gained accumulation displacement after the filtering of-secondary uniform；
3. Strength Reduction of FEM analysis
Choose north side side slope and set up model (Fig. 2 c) through at 487 exploration line of 3# alteration zone, divide 11950 lists altogether
Unit, 13959 nodes.Apply the constraint of Y-direction, both sides apply the constraint of X-direction, and bottom applies fixed constraint before and after model,
Earth's surface is the scope of freedom.Only consider gravity, design condition is divided into before water-retention and water-retention is to two kinds of -58m.
Table 4 487 exploration line naturalness parameter value
Table 5 487 exploration line water-saturated state parameter value
Calculate the stability factor of slope under two kinds of operating modes, result is as shown in table 6.As can be seen from Table 6, before side slope water-retention
The coefficient of stability be 1.36, water-retention to -58m deteriorates as 1.26, and the coefficient of stability reduces, and side slope stability in the large reduces.
Table 6 stability factor of slope result of calculation
Side slope local stability mainly from side slope choose two kinds of design conditions under the conditions of displacement field and strain field carry out
Analysis, Fig. 2 d- Fig. 2 g is shown in by its displacement isogram, shearing strain increment isogram.
(1) slope displacement field analysis
Displacement isogram according to side slope can be seen that：Side slope is under the conditions of natural operating mode and reservoir level rise to -58 meters
Vertic features similar, that is, slope deforming is concentrated mainly on side slope anterior (alteration zone and close on pit position), with side slope scene
The result of deformation investigation and professional monitoring is basically identical；Compared to natural operating mode, it is fast that reservoir level rises to -58 meters of slope displacements increases
Speed, maximum displacement at toe increases to 110mm by 70mm, and slope top displacement increases to 100mm by 60mm, with actual monitoring result relatively
It is identical.
(2) side slope Strain field analysis
Be can be seen that according to side slope shearing strain increment isogram：See on the whole, the peak value of shearing strain increment mainly collects
In in side slope alteration zone position, illustrate relatively hazardous at this position；Reservoir level rises to -58 meters of more natural operating mode shearing strain increment peak values
Value increase, 0.18 to 0.26, amplification is 0.08, and shearing strain increment insertion rate also increases, and this explanation reservoir level rises to -58
The more natural operating mode of rice is big to the stability influence of slip mass.
Analysis result according to side slope stability in the large and local stability：
1. the coefficient of stability before side slope water-retention is 1.36, and water-retention to -58m deteriorates as 1.26, and the coefficient of stability reduces, and side slope is whole
Body stability reduces, and illustrates that water level rises side slope stability in the large and has considerable influence；But the stability of the two is all higher than 1.2,
Illustrate that side slope is in the steady-state deformation stage at this stage, coincide with actual state.
2. at the side slope position that contact with pit water of front portion and alteration zone, displacement and shearing strain increment are maximum, simultaneously once cunning
Face insertion is it may happen that unstable failure.Under the continuous action of pit water level, there is unstable failure in side slope front portion for comprehensive determination
Probability is larger.
4. indoor rock mechanics experiment：
Uniaxial compressive performance test includes uniaxial compressive strength test and uniaxial compression deformation test.Uniaxial compressive strength tries
Test be test specimen under the conditions of no lateral spacing, when being destroyed by responsive to axial force, load that unit area is born；Uniaxial compression deforms
Test is to measure longitudinal direction under the conditions of single compressing stress for the test specimen and transverse strain, calculation testing piece elastic modelling quantity and Poisson accordingly
Than.This test is tested to 5 kinds of rock samples respectively, every group of three rock samples, carries out uniaxial compressive strength examination under naturalness respectively
Test, uniaxial compressive strength test under different " full water-dehydration " cycle-index (1 time, 5 times, 15 times), probe into Rock Under Uniaxial Compression pressure resistance
Metric is restrained.
Table 7 testing program
According to uniaxial compression test purpose, follow the steps below uniaxial compression test.
(1) measure pronucleus to the title of rock sample and numbering, to test specimen lithology, color, layer reason, joint, crack and processed
In journey, produced problem is recorded, and inserts in log.
(2) check test specimen process data and insert in log：
1. forest diameter measuring：Section near the section up and down of test specimen and near central authorities, measures orthogonal two
The diameter in direction, takes the diameter that its arithmetic mean of instantaneous value is test specimen；
2. height-measuring：Height should respectively take at 2 points in two intersecting planes crossing central shaft of test specimen, measures two
Height value, takes its arithmetic mean of instantaneous value as the height of test specimen.
(3) cover heat-shrink tube：Because disrupting solids Process Energy is larger, heat-shrink tube has certain in uniaxial compression test
Buffer protection function.The rock sample making is measured after size with heat-shrink tube by from top to bottom sequentially by upper cushion block, rock sample, lower cushion block
Parcel, and so that it is contacted closely with rock sample, cushion block with hot-air blower heating heat-shrink tube, heating process accomplishes " spirally to dry, all
Even, close contact ".
(4) on test specimen, axial direction and radial extensometer are installed, measure and axially and radially strain；It is placed in after putting pyrocondensation gum cover
In the middle of servo testing machine bearing plate pressure head, install axial direction and ring extensometer outside gum cover, ensure ring extensometer as far as possible
Installation level and Axial extensometer symmetric position in the middle part of rock sample.When test specimen is brittle rock, protection device should be added.
(5) apply a small amount of prefabricating load (this test value 0.2kN) it is ensured that test specimen is closely connect with test machine loader
Touch, weaken the error impact that test specimen section irregularity degree is brought；Axial deformation and radial deformation value reset, with 0.2mm/min's
Axial displacement speed carries out axial compression loading, until test specimen destroys.During as no peak value, when being loaded onto axial strain and reaching 15%～20%
Stop test.
The each rock group uniaxial compression test physico-mechanical properties catalog of table 8
After " full water-dehydration " circulation, the uniaxial compressive strength of rock sample all decreases, and axial direction during peak value resistance to compression should
Become and increased, the mechanical characteristic of surveyed rock sample is divided into two classes：
(1) matter kataclastics, granite, yellow ferrum thin,tough silk English matter kataclastics are dodged to water in beresitization migmatitization plagioclase angle
Sensitivity is less, and after the full water-dehydration of experience circulates 15 times, uniaxial compressive strength is still 80～90% under naturalness.
(2) beresitization flower hilllock matter kataclastics, beresitization granite are larger to the sensitivity of water, wherein yellow
The ferrum sericitolite Hua Hua hilllock matter kataclastics chance water property of softening is the most obvious, circulates the uniaxial compressive strength after 15 times and drops to
Under 17.53MPa, only naturalness 55.4%.
The tensile characteristics of rock are the stable important mechanical index of analysis rock mass engineering project, due to the particularity of rock material,
Directly carrying out standard specimen tension test needs high to test specimen requirement, expends too big, generally to test rock using indirect method
Tensile strength, such as pure bending beam method, split the law, point loading method etc., wherein split the law and point loading method is most common method.
Using split the law test, rock is carried out with the test of tensile strength herein, and is analyzed.
Diametral compression test adopts the cylinder of diameter 50mm, height 25mm (1 under the conditions of different saturations-air slaking cycle-index
Secondary, 5 times, 15 times) test specimen tested, comprised the following steps that：
(1) test specimen is grouped and uses vernier caliper measurement sample dimensions (height of specimen is in two Vertical Squares of its diameter
To measurement, take arithmetic average).
(2) draw two lines by the diameter two ends of test specimen and be used as loading baseline, test specimen is put in fixture, upper and lower sword be aligned
Baseline, makes test specimen centrage align with loading machine centrage.
(3) start testing machine, test specimen is loaded onto with the speed of 0.03MPa/s and destroys, record experimental data.
(4) calculation testing piece tensile strength, computing formula is as shown in 2.2：
RL=2P/ π DL (2.2)
In formula, RLTensile Strength of Rock, MPa；
P test specimen failing load, N；
D test specimen diameter, mm；
L specimen thickness, mm.
Five kinds of Tensile Strength of Rock experimental results are as shown in table 9.By experimental result as can be seen that the tension of each group rock is strong
Degree is gradually lowered with the increase of " full water-dehydration " cycle-index.The tensile strength of beresitization flower hilllock matter kataclastics is
Low, it is 1.427MPa, be reduced to 0.8571MPa through circulating after 15 times, reduce 37%, granite intensity after 15 circulations of experience
Decline 14%.
The each rock tensile and compressive strength catalog of table 9
The test method measuring shear of rock intensity at present includes two methods of laboratory test and field test.Due to scene
The limitation of experimental condition, it is more universal that laboratory triaxial compression test measures the application of shear of rock intensity.Difference according to confined pressure
False triaxial test and true triaxial test can be classified as, paper studies measure the intensity of rock using false triaxial test method.
5 kinds of rock samples are divided into two classes, matter fragmentation is dodged at the beresitization migmatitization plagioclase angle relatively low to water sensitivity
Rock, yellow ferrum thin,tough silk English matter kataclastics, three kinds of rock samples of granite carry out native state confined pressure 2MPa, 5MPa, tri- groups of triaxial compressions of 9MPa
Test, the beresitization flower hilllock matter kataclastics higher to water sensitivity and beresitization granite carry out different " full
Triaxial compression test under water-dehydration " cycle-index.Its test procedure is：
(1) according to test requirements document, rock is numbered, and the physical property of rock sample is described in detail, explanation
It is likely to occur in the color of test specimen, granular size, layer reason construction, rate of decay, moisture content situation, loading direction and the course of processing
Problem.
(2) using measurement of correlation instrument, the diameter of rock sample, height and cross-sectional area are measured and log
Lattice.
The first step：The diameter of measurement test specimen
Measurement for diameter should take section near the upper down cross-sectional of rock sample and centre, and will be to phase
Mutually the diameter of vertical both direction measures, and calculates both arithmetic mean of instantaneous values as last diameter value.
Second step：The height of measurement test specimen
The mensure of rock sample height should choose 2 points in two intersecting sections of test specimen central shaft, measures respectively
Its length value, and take both arithmetic mean of instantaneous values as height of specimen value.
3rd step：Measure the cross-sectional area of test specimen
Rock sample directly with micrometer or kind of calliper diameter, then calculates radius, further according to the area formula of circle
The cross-sectional area of test specimen can be calculated.
(3) determination of lateral pressure：Characteristic according to requirement of engineering and rock determines；It is classified by arithmetic series,
Can be classified by geometric progressions.
(4) cover heat-shrink tube：With the continuous increase of rock sample axial force, test specimen can destroy, the rock after destruction
Fragment may fall in oil, in order to avoid this situation, needs on test specimen plus set heat-shrink tube.
(5) install extensometer：Extensometer is arranged in the middle of two cushion blocks, its radical length takes height of specimen half.
(6) prefabricated rock sample is put into pressure indoor, and check test piece lower part whether with pressure chamber bottom
Shrinkage pool is in close contact.After inspection is errorless, to pressure interior oiling, stops oiling when oil mass reaches test requirements document, finally will press
Power room seals.
(7) operating operation test control system is slowly pressurizeed to test specimen, necessarily strict controlled loading road in pressure process
Footpath, loading velocity, detailed process is as follows：
1. first axial pressure is carried out to test specimen, size is 0.2kN, so that test specimen is in close contact with bearing plate by pressurization；
2. the axial compressive force value of now rock sample, deformation values and confined pressure value are set to zero, and to test specimen with 15N/s
Speed offside pressure is loaded, before off-test keep confined pressure value constant, confined pressure size variation value without departing from initial value ±
2%；
3. Slow loading is carried out and until sillar destroys to the axial direction of test specimen, loading speed should be stablized in 0.2mm/
Min about, test specimen now xial feed will insert form after destroying, and the collapse state of test specimen is described in detail.Note
Test specimen surface of fracture than in the case of more complete it should measure maximum axial force acting surface and surface of fracture angle between the two
Value, to check by the calculated internal friction angle of test data.
Naturalness rock sample threeaxis test results are analyzed
The triaxial compression test that unconspicuous three kinds of rock samples carry out 2MPa, 5MPa, 9MPa is acted on to water-rock, according to being surveyed
Stress result matching be depicted as Mohr's circle in the hope of rock sample C,Value, experimental result is as shown in table 10.As can be seen that with confined pressure
The compressive ultimate strength increasing rock also increases therewith, and three kinds of rocks both increase closely in three Spindle Status limit inferior comprcssive strength
50%, wherein in confined pressure, the comprcssive strength for 9MPa has reached 103.34MPa to thin,tough silk English granite, increases than uniaxial compressive strength
67%.
Table 10 triaxial compressions tables of data
Rock sample threeaxis test results analysis under full water-dehydration Circulation
Two rocks that water-rock is played a role clearly, carry out " full water-dehydration " circulation of different number of times, first to not
Carry out, with the rock sample of cycle-index, the triaxial compression test that confined pressure is 2MPa, 5MPa, 9MPa, and each group is drawn according to experimental data
The Mohr Circle of Plastic of rock sample, try to achieve rock sample C,Value, experimental result such as table 11.By experimental data as can be seen that increasing with cycle-index
Plus, the compressive ultimate strength of rock reduces therewith, c,Value also constantly reduces
Table 11 is satisfied water-dehydration circulation triaxial compressions tables of data
5. slope monitoring data：
Ground displacement：
From on December 28,20 days to 2015 January in 2014,33 ground displacements of arrangement in landslide area are clicked through
Row periodic monitoring.According to long-term observation, now by monitoring point displacement statistics such as table 12, side slope integral slipping direction is south by east.
Table 12 monitoring point offset table
According to the concrete condition of accumulation displacement-time curve, Screening Treatment is carried out to accumulation displacement data, by abnormity point
After rejecting, arrange remaining monitoring point and be fitted, obtain fitting function and monitoring point Displacement Development is analyzed.According to analysis
As a result, side slope can be divided into main deformed area, secondary deformed area and basically stable area, the main deformed area of side slope is concentrated mainly on landslide
Leading edge, the middle part on landslide is time deformed area, and the trailing edge on landslide is basically stable area, by rate of displacement-ga ge relation curve can
Know, the deformation of this side slope is closely related with the rising of reservoir level, at this stage compared with before, slope displacement change has increase to become
Gesture.
Main transformer shape area is located at the side slope north side near pit, and its maximum horizontal accumulation shift value reaches 70mm, this region
Average level displacement aggregate-value be 40mm, deformation direction is basically perpendicular to pit north side edge, and maximum settlement aggregate-value reaches
To 60mm, average settlement aggregate-value is 42mm；The maximum horizontal accumulation shift value of secondary deformed area reaches 24mm, this region average
Horizontal displacement aggregate-value is 16.8mm, and maximum settlement aggregate-value reaches 35mm, and average settlement aggregate-value is 22.8mm, structural strain's
Less than main deformed area；Basically stable area is located at pit north side far from pit farther out, and its maximum horizontal displacement aggregate-value only has 23mm,
Big sedimentation aggregate-value is 20mm, and the surface cracks amount in this region is significantly less than main deformed area and time deformed area, is in basicly stable
State.
Horizontal accumulation Displacement Monitoring Analysis：
The displacement of the main deformed area of Main Analysis of the present invention and rate of displacement.Main deformed area (point GC3, GC7, GC8, GC4,
GC6, GC13, GC2, GC9, GC10, GC12, GC33) fitting function is linear function, power function and exponential function.
Knowable to Fig. 6 a, Fig. 6 b, monitoring point GC3, GC7, GC8 deformation rule is basically identical, and curve is in the spy of sustainable growth
Levy, displacement curve experienced three mutation：Respectively in September, 2014, in January, 2015, in September, 2015, at three displacement be " low
Valley ", the minimum 8mm of wherein in September, 2014 accumulative displacements, then displacement rapid development reached 60mm；In January, 2015 and
In September, 2015 displacement is 40mm, has then risen to 60mm and 64mm respectively.Compared to GC8, the Displacement Saltation of GC3 and GC7
Somewhat delayed, by after displacement segmented fitting it can be seen that the accumulation displacement of GC3, GC7, GC8 all linearly increases, and water
Position, also in sustainable growth, illustrates that the displacement growth of monitoring point this period and water level effect are closely related.
Knowable to Fig. 6 a, Fig. 6 b, the rate of displacement of monitoring point GC3, GC7, GC8 is substantially identical, and maximum displacement speed reaches
1mm/d；Rate of displacement also experienced three times compared with macromutation, and its accumulation displacement is basically identical, is also to occur at 2014 9
The moon, in January, 2015, in September, 2015, but also there occurs less mutation in May, 2015, July, November, because this period is
In rainy season, think that rainfall causes the mutation of rate of displacement.
Knowable to Fig. 7 a, Fig. 7 b, monitoring point GC4, GC6, GC13 deformation rule is more consistent, and displacement curve experienced three times and dashes forward
Become but mutation amplitude less, respectively in August, 2014, in January, 2015, in July, 2015；GC13 deformation is taken second place, displacement curve
Experienced three mutation and mutation amplitude is larger, respectively in October, 2014, in April, 2015, in August, 2015；GC4 deforms
Little.According to matched curve it can be seen that the accumulation displacement of GC4, GC6, GC13 increases all in power function, intersect at GC3, GC7,
The linear increase of GC8 is slower, and displacement is also as the growth of pit water position and increases.
Knowable to Fig. 7 a, Fig. 7 b, the Changing Pattern phase of the rate of displacement of monitoring point GC4, GC6, GC13 and its accumulation displacement
Corresponding, rate of displacement is many to fluctuate between -0.5mm/d～0.5mm/d, and maximum displacement speed has reached 1.5mm/d；Three monitorings
Point all there occurs mutation in May, 2015 in rainfall larger month and in August, 2015, and this explanation rainfall is also that impact displacement is dashed forward
The factor becoming.
Knowable to Fig. 8 a, Fig. 8 b, monitoring point GC2, GC9, GC10, GC12, GC33 deformation rule is basically identical, and curve is in first
The feature tending towards stability after growth.Before in September, 2014, monitoring point displacement is less, and displacement after November starts to increase rapidly, its
Middle GC12 shift value has been up to 75mm, and other catastrophe points concentrate in April, 2015, July, August.By displacement data matching
Afterwards it can be seen that the accumulation displacement of five measuring points all exponentially function type increase, i.e. accumulation displacement rises to position after certain numerical value
Move curve to tend to be steady, accumulation displacement when illustrating to start is as pit water level growth and increases, but displacement reaches certain numerical value
Afterwards, water level continues to increase, and change in displacement is less obvious.
Knowable to Fig. 8 a, Fig. 8 b, the rate of displacement of monitoring point GC2, GC9, GC10, GC12, GC33 is in concussion type, dominant bit
Move speed and reached 1mm/d, in addition to undergoing mutation in July, 2015, September, October, be substantially at plateau, and on 0
End microwave moves, less than the change of upper two groups of monitoring point rates of displacement.
Side slope deformation at present is in concussion state, is jointly caused by the original error of instrument and measurement, but accumulation shift value is less
In error allowed band；No matter from professional monitoring or live macroscopic deformation, change in displacement has increasing compared with before at this stage
, there are some deformation in this side slope subrange, be in the local deformation stage in main trend；Side slope leading edge is main deformed area, deformation
Larger, side slope middle and trailing edge deformation less, main cause may is that this part monitoring point position gradient is relatively steep and is subject to
The impact of water is larger；Knowable to ground displacement interpretation of result and practical situation, the principal element on impact slope deforming landslide
It is SEA LEVEL VARIATION, secondary cause is rainfall.
Monitoring land slide slit is analyzed
Since the setting of endokinetic fissure variation monitoring point, in strict accordance with mensal measurement requirement, and consider increase in rainy season
Pendulous frequency.In monitoring initial stage, i.e. in July, 14～August, crack accumulation displacement linearly increases, table with the growth of monitoring time
In extension, it is rainy season that analysis reason is mainly July～August to bright time period internal fissure, oozes and softens gliding mass, make under rainwater is easy
Obtain sliding deformation aggravation；After in Augusts, 14, crack accumulation displacement curve tends towards stability, and accumulating displacement is less, shows that slip mass exists
Relatively stable in time period.On the whole, all in below 50mm, No. 5 measuring points accumulate position for 5 measuring point crack accumulation displacements
Move and be even less than 10mm although changing greatly compared to other times section intrinsic displacement in rainy season, but generally side slope is more stable,
It is in steady-state deformation state.
For the variation characteristic of more intuitively analysis of landslide crack displacement, because the impact of weather, in July, 14～August
Landslide fissure rate of deformation is larger compared in other times section, but as a whole, crack TERM DEFORMATION speed is less, 5
The rate of deformation of measuring point is no more than 1.3mm/d, shows that side slope is in the steady-state deformation stage at this stage.
Deep soils are analyzed
In north side, side slope arranges 3 deviational survey holes altogether：1#, 2#, 3# measured hole.Underground deep rock displacements monitoring cycle is 4
Week/time, the intensive measurement frequency when underground displacement variable quantity is larger.Take 10 surveys of on May 28,27 days to 2015 July in 2014
Amount.By monitoring result as can be seen that side slope deep displacement change at this stage relatively stable, accumulation displacement-depth curve be " B "
Type, " V " type, 3 kinds of characteristic types of the random type of law.
The hole maximum displacement of 1# deviational survey is 7.9cm in 15m depth, and maximum relative displacement amount is 4.7cm, away from aperture 2.5m
Place.Displacement changing curve is in " B " type, and curve has 2 catastrophe points, and respectively in 5m depth and 15m depth, accumulation displacement is respectively
6.5cm, 7.9cm, may have potential sliding surface at this at two.But as a whole, accumulation displacement within the whole monitoring phase
Less, relative displacement does not also have greatly changed, and is more stable in the range of this explanation 1# monitoring holes slopes.
Its maximum displacement value to outside slope of 2# deviational survey hole is 6.25cm, compared to 1# deviational survey hole, the relative position in 2# deviational survey hole
Shifting amount is larger, has been up to 6cm.Displacement changing curve be in " V " type, in monitoring range depth be more than 20m position displacement very
Little, the change in displacement speed less than 20m has the trend of at the uniform velocity change for 26 days to 2015 for 2 months on the 28th from September in 2014, shows
The side slope of more than 20m is deforming；From on March 28th, 2015 to May 28, change in displacement speed reduces, and deep displacement is not
There is large change again.All in all, there is not significantly deforming mutation band in side slope and displacement is less, but pushing away over time
Move it is possible to form sliding surface at the weak location of 5m-15m.
3# deviational survey hole whole piece curve is in swing state, and analysis reason is probably that back-up sand is not completely dense, and inclinometer pipe has pendulum
Dynamic；Maximum displacement is 12.6cm in 10m depth, and maximum relative displacement amount is 4.6cm, and monitors relative displacement all in precision model
In enclosing.Slope deforming has the trend increased by a small margin, and this shows that in the monitoring range of 3# hole, slopes are in slow deformation build phase.
4. analysis on monitoring result
(1) analyzed from water level monitoring：Pit water level is constantly in ascent stage, and the current water level rate of climb tends to flat
Surely, SEA LEVEL VARIATION speed is in 2.5cm/d, but because hole body is in funnel type, with the increase of height, water level rise needed for water
Amount increases, and the storehouse water amount of entering still is being continuously increased, for preventing from causing slope sliding to destroy because water level is too high it is proposed that adding immediately
Big pump-out is to reduce water level.
(2) analyzed from ground displacement：At this stage (during the water-retention of pit), the main deformed area of side slope is mainly concentrated
In landslide leading edge, the postmedian on landslide is time deformed area；The deformation of this side slope is closely related with the rising of reservoir level, at this stage with
Compare slope displacement change has increase tendency before.There are some deformation in this side slope subrange.Divided by monitoring land slide slit
Analysis understands：5 measuring point crack accumulation displacements are in below 50mm, and rate of deformation is less than 1.3mm/d, and display side slope is located on the whole
In stable deformation stage.
(3) analyzed from deep soils：1# deviational survey hole displacement changing curve is in " B " type, maximum displacement 47mm,
2# deviational survey hole displacement changing curve is in " V " type, and maximum displacement 62.5mm, 3# deviational survey hole displacement changing curve is in the random type of law,
Maximum displacement 46mm.Three monitoring holes accumulation displacements and relative displacement variable quantity less, show slopes in the range of monitoring holes
It is in slow deformation stage；But As time goes on, future is possible at weak location be formed sliding failure face.
Although the above-mentioned accompanying drawing that combines is described to the specific embodiment of the present invention, not model is protected to the present invention
The restriction enclosed, one of ordinary skill in the art should be understood that on the basis of technical scheme, and those skilled in the art are not
Need to pay the various modifications that creative work can make or deformation still within protection scope of the present invention.
Claims (10)
1. a kind of dynamic monitoring system for the Tailings Dam slope and land slide early warning of outdoor pit, is characterized in that, including：
Pit water level monitoring means, measure water level elevation change with GPS, by geologic information and indoor rock mechanics experiment analysis
Can obtain, pit water level circulation change is the main inducing producing landslide, the change of pit water level determines the prison of other monitoring means
Measured frequency；
Surface cracks and displacement monitoring unit, using GPS system measurement, gps data collection is synchronously seen using multiple stage GPS
Survey to obtain observation data, after the completion of observation, download observation data, the data downloaded tentatively resolving is processed；
Deep deformation and displacement monitoring unit, using borehole inclinometer monitoring, take regular gaging hole, carry boring by technical staff
Inclinometer monitoring device, tests to deep displacement to landslide scene, record data, then industry in Monitoring Data is arranged；
Macroscopic view inspection monitoring means, are directly acquainted with the situation of change of side slope by inquiry with visiting tour；
CPU, the data of aforementioned each unit is delivered in central processing unit respectively, is provided by calling raw data base
Material, the relation of analysis monitoring data of displacement and water level monitoring data, general in combination with macroscopic view inspection analyses slope instability
Rate.
2. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
Described surface cracks and displacement monitoring unit, are specifically included in stable location and set up datum mark, and setting on monitoring side slope body is seen
Measuring point, with the displacement variable between GPS periodic measurement measuring point and datum mark；It is interpreted as slip mass ground epi-position after data processing
Shifting amount, direction of displacement and rate of deformation curve chart；
The arrangement of described observation station, arranges 3 deviational survey holes in deep rock mass displacement monitoring.
3. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
For completing surface displacement point layout, in north side, side slope sets up monitoring network, and the method using GPS real-time monitoring, using direct
Method for embedding, completes the shift value measurement of each measuring point.
4. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
Described surface cracks monitoring means, using ribbon measurement, Contents for Monitoring is mainly the spread scenarios in crack, when crack progressing speed
Spend the change of unexpected saltatory, or longitudinal cracks are elongated suddenly, indication side slope will unstable failure；In slope top pull crack
Both sides arrange 5 groups of fracture width measurement basic points altogether, directly measure the change width in crack with ribbon.
5. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
Described deep deformation and displacement monitoring unit, specifically include by observing deep rock mass displacement, accurately grasp slopes sliding surface
Position, side slope measuring point displacement speed and side slope displacement body are with the situation of change of depth；Duration curve after Monitoring Data process, solution
It is translated into the spatial distribution of each rock-soil layer relative displacement and deformation rule in slump body.
6. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
Described pit water level monitoring means, specifically include the change that Contents for Monitoring is water level value, are interpreted as SEA LEVEL VARIATION after data processing
Amount and rate of change curve chart；The variable quantity of water level and rate of change decide the monitoring frequency of other monitoring means, monitoring frequency
Rate is directly proportional to the variable quantity of water level and rate of change.
7. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 1, it is characterized in that,
Described macroscopic view inspection monitoring means, specifically include sedimentation, protuberance, building deformation and abnormal phenomena, submit slumped mass inspection road to
Line and deformation report.
8. it is used for the dynamic monitoring system of outdoor pit Tailings Dam slope and land slide early warning as claimed in claim 7, it is characterized in that,
Described abnormal phenomena includes ground sound, ground water anomaly and animal anomaly.
9. a kind of monitoring method utilizing the dynamic monitoring system for the Tailings Dam slope and land slide early warning of outdoor pit, its feature
It is to comprise the following steps：
1) geologic information analysis, by being analyzed to mine geology data, determines and induces outdoor pit Tailings Dam slope instability
Main geologic construction, the potential regional analysises in landslide being deformed according to Mine geological prospecting data and current side slope, determine
The position of ground displacement point and number, in side slope body there is weak alteration band structure in portion, is the important feature that landslide occurs
Face, determines the position of deep soils point, depth, number according to alteration zone position；
2) indoor rock mechanics experiment, the water level that the discharge of mine tailing makes is in lasting variable condition；Tried by indoor rock mechanics
Test the impact of the analysis mechanical characteristic to rock for the SEA LEVEL VARIATION, choose typical alteration zone rock, carry out different full water-dehydrations and follow
Ring condition single shaft and triaxial compression test, SEA LEVEL VARIATION side slope mechanical properties of rock causes major injury, is to produce landslide
Major inducing factor；
3) Strength Reduction of FEM analysis, by set up Numerical Model Analysis SEA LEVEL VARIATION when, the stress of side slope, strain and
The change of safety coefficient, determines that SEA LEVEL VARIATION is the principal element on impact landslide；
4) installation and debugging of monitoring device, install GPS measuring system, and operation equipment simultaneously records primary data, are surveyed using boring
Tiltedly instrument measures and records the primary data of each gaging hole；
5) acquisition of Monitoring Data and process, monitoring information is related to testing project whole measuring point performance data and result of calculation number
According to periodically carrying GPS, portable borehole inclinometer equipment by professional monitoring personnel, to each monitoring point observational record
Or downloading data；
6), after the completion of the monitoring of a phase time, process the data of all kinds of monitoring instruments in time, pick out monitoring noise data；Right
Reliable data organization Various types of data outcome table, curve chart, comprehensive analysis Monitoring Result；Grasp the deformation dynamics on landslide, write
Surveillance.
10. monitoring method as claimed in claim 9, is characterized in that, step 4) in data processing as follows：
(1) rejecting of abnormal data and interpolation
To in Monitoring Data substantially exception and the larger data of error rejected, in order to ensure Monitoring Data at equal intervals
Property, linear interpolation process has been carried out to the Monitoring Data after rejecting；
For accumulation displacement series Y1, Y2, Y3…Yi…Yp…Yj…Yn, i, j, n are sequential time sequence, and n is the integer more than 3,
P is to reject point number；
Its corresponding time series is t1, t2, t3…ti…tp…tj…tnIf, in ti…tjBetween eliminate p data, reject
Interpolated value afterwards adopts following formula to calculate：
In formula：tiFor monitoring the time；YiIt is from starting to tiAccumulative displacement, YjIt is from starting to tjAccumulative displacement；
(2) project
First, judge the direction of displacement of monitoring point accumulation displacement by the means of statistical analysiss, with most of displacement vector orientations
It is foundation, determine the main sliding direction of each point, and by each point displacement vector to the main sliding direction projection of each point, obtain each point in main cunning
Displacement on direction；Following formula is the computing formula calculating the accumulating displacement in main sliding direction for each monitoring point：
Yi *=Yicos(αi-γ)
In formula：Yi *Projection on the main sliding direction for-each point accumulation displacement；
αi- accumulation displacement orientation angle；
γ-main sliding azimuth；
(3) analysis of deformation jumping phenomenon and process
The type of analysis accumulation displacement-time curve, concludes the Landslide Deformation corresponding to dissimilar accumulation displacement-time curve
Rule；The processing method of different types of accumulation displacement-time curve is different：Smooth type curve is not processed；Concussion type curve
It is smoothed with uniform filter method, accumulation displacement is processed using secondary filtering：
In formula：Yi 1- once uniformly filter after gained accumulation displacement；
Yi 2Gained accumulation displacement after the filtering of-secondary uniform.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610725629.1A CN106405675B (en) | 2016-08-25 | 2016-08-25 | For the dynamic monitoring method of outdoor pit Tailings Dam slope and land slide early warning |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610725629.1A CN106405675B (en) | 2016-08-25 | 2016-08-25 | For the dynamic monitoring method of outdoor pit Tailings Dam slope and land slide early warning |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106405675A true CN106405675A (en) | 2017-02-15 |
| CN106405675B CN106405675B (en) | 2018-05-18 |
Family
ID=58004761
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610725629.1A Active CN106405675B (en) | 2016-08-25 | 2016-08-25 | For the dynamic monitoring method of outdoor pit Tailings Dam slope and land slide early warning |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106405675B (en) |
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107328919A (en) * | 2017-08-15 | 2017-11-07 | 绍兴文理学院 | Mine slope On Engineering Stability Classification of Rock Masses analysis method |
| CN107328920A (en) * | 2017-08-15 | 2017-11-07 | 绍兴文理学院 | The accurate evaluation method of mine slope rock mass engineering project stability |
| CN107741366A (en) * | 2017-10-31 | 2018-02-27 | 中国地质大学（武汉） | A kind of wide section ring shear apparatus of power control formula and its application in research on landslide |
| CN108628978A (en) * | 2018-04-26 | 2018-10-09 | 牛丽 | A kind of mineral reserve monitoring system of nature mineral resources |
| CN108877155A (en) * | 2018-08-23 | 2018-11-23 | 山东合强智能测控设备有限公司 | A kind of method for early warning for realizing dykes and dams disaster using the principle of equal effects |
| CN109063341A (en) * | 2018-08-06 | 2018-12-21 | 重庆交通大学 | Bedding rock sloper method for analyzing stability under condition of raining based on the displacement of slope shoulder |
| CN109238369A (en) * | 2018-10-15 | 2019-01-18 | 建研地基基础工程有限责任公司 | A kind of stress and strain testing method based on MEMS sensor |
| CN110264671A (en) * | 2019-05-18 | 2019-09-20 | 西南交通大学 | A kind of prediction technique based on multi-sensor information fusion in landslide |
| CN110332921A (en) * | 2019-05-17 | 2019-10-15 | 昌鑫生态科技(陕西)有限公司 | Pit backfills detection technique |
| CN110332890A (en) * | 2019-07-24 | 2019-10-15 | 四川建筑职业技术学院 | A kind of excavation slope deformation real-time monitor and method based on Beidou positioning |
| CN111473779A (en) * | 2020-03-17 | 2020-07-31 | 北京工业大学 | Method for identifying and monitoring deformation of landslide-tunnel system in linkage manner |
| CN111486926A (en) * | 2020-04-16 | 2020-08-04 | 山东科技大学 | Dynamic monitoring system and method for determining reverse osmosis water level of deep concave wet-discharge tailing pond |
| CN111784829A (en) * | 2020-06-01 | 2020-10-16 | 重庆地质矿产研究院 | Three-dimensional geological model-based landslide monitoring key point arrangement method |
| CN112681406A (en) * | 2020-12-18 | 2021-04-20 | 广西北投交通养护科技集团有限公司 | Carbon rock slope stability monitoring equipment and monitoring method |
| CN112950901A (en) * | 2021-01-25 | 2021-06-11 | 江苏霆善科技有限公司 | Disaster monitoring system and method based on data analysis |
| CN113742827A (en) * | 2021-09-03 | 2021-12-03 | 招商局重庆交通科研设计院有限公司 | Method for constructing highway slope monitoring network system based on finite difference analysis |
| CN114137072A (en) * | 2021-11-04 | 2022-03-04 | 北京交通大学 | Remote nondestructive evaluation method for elastic modulus of potential landslide rock mass |
| CN116539413A (en) * | 2023-06-27 | 2023-08-04 | 中国矿业大学(北京) | Rock characteristic stress determining method based on acoustic emission counting nonlinear evolution |
| CN117435891A (en) * | 2023-12-20 | 2024-01-23 | 成都嘉新科技集团有限公司 | Soil slope stability simulation evaluation method and system |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6530284B1 (en) * | 1998-02-17 | 2003-03-11 | Mitsui Bussan Plant & Project Corporation | Geographical displacement sensing unit and monitoring apparatus using the same |
| CN103792593A (en) * | 2014-01-13 | 2014-05-14 | 青岛理工大学 | Method for determining stability of reservoir bank slope based on reservoir water level and displacement |
| CN104406623A (en) * | 2014-07-23 | 2015-03-11 | 青岛理工大学 | Side slope dynamic stability coefficient determination method based on underground water level and displacement monitoring |
| CN104881583A (en) * | 2015-06-04 | 2015-09-02 | 唐晓松 | Multi-means, dynamic and whole-process landslide prewarning method |
| CN105806418A (en) * | 2016-05-19 | 2016-07-27 | 中国电建集团华东勘测设计研究院有限公司 | Reservoir landslide multi-field information field monitoring system and construction method thereof |
-
2016
- 2016-08-25 CN CN201610725629.1A patent/CN106405675B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6530284B1 (en) * | 1998-02-17 | 2003-03-11 | Mitsui Bussan Plant & Project Corporation | Geographical displacement sensing unit and monitoring apparatus using the same |
| CN103792593A (en) * | 2014-01-13 | 2014-05-14 | 青岛理工大学 | Method for determining stability of reservoir bank slope based on reservoir water level and displacement |
| CN104406623A (en) * | 2014-07-23 | 2015-03-11 | 青岛理工大学 | Side slope dynamic stability coefficient determination method based on underground water level and displacement monitoring |
| CN104881583A (en) * | 2015-06-04 | 2015-09-02 | 唐晓松 | Multi-means, dynamic and whole-process landslide prewarning method |
| CN105806418A (en) * | 2016-05-19 | 2016-07-27 | 中国电建集团华东勘测设计研究院有限公司 | Reservoir landslide multi-field information field monitoring system and construction method thereof |
Cited By (31)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107328920A (en) * | 2017-08-15 | 2017-11-07 | 绍兴文理学院 | The accurate evaluation method of mine slope rock mass engineering project stability |
| CN107328919A (en) * | 2017-08-15 | 2017-11-07 | 绍兴文理学院 | Mine slope On Engineering Stability Classification of Rock Masses analysis method |
| CN107328920B (en) * | 2017-08-15 | 2019-07-12 | 绍兴文理学院 | The accurate evaluation method of mine slope rock mass engineering project stability |
| CN107328919B (en) * | 2017-08-15 | 2019-07-12 | 绍兴文理学院 | Mine slope On Engineering Stability Classification of Rock Masses analysis method |
| CN107741366A (en) * | 2017-10-31 | 2018-02-27 | 中国地质大学（武汉） | A kind of wide section ring shear apparatus of power control formula and its application in research on landslide |
| CN107741366B (en) * | 2017-10-31 | 2023-02-28 | 中国地质大学（武汉） | Application method of force-controlled wide-section ring shear apparatus in landslide research |
| CN108628978A (en) * | 2018-04-26 | 2018-10-09 | 牛丽 | A kind of mineral reserve monitoring system of nature mineral resources |
| CN109063341B (en) * | 2018-08-06 | 2023-03-24 | 重庆交通大学 | Bedding slope stability analysis method under rainfall condition based on slope shoulder displacement |
| CN109063341A (en) * | 2018-08-06 | 2018-12-21 | 重庆交通大学 | Bedding rock sloper method for analyzing stability under condition of raining based on the displacement of slope shoulder |
| CN108877155A (en) * | 2018-08-23 | 2018-11-23 | 山东合强智能测控设备有限公司 | A kind of method for early warning for realizing dykes and dams disaster using the principle of equal effects |
| CN109238369A (en) * | 2018-10-15 | 2019-01-18 | 建研地基基础工程有限责任公司 | A kind of stress and strain testing method based on MEMS sensor |
| CN110332921A (en) * | 2019-05-17 | 2019-10-15 | 昌鑫生态科技(陕西)有限公司 | Pit backfills detection technique |
| CN110264671A (en) * | 2019-05-18 | 2019-09-20 | 西南交通大学 | A kind of prediction technique based on multi-sensor information fusion in landslide |
| CN110264671B (en) * | 2019-05-18 | 2021-03-30 | 西南交通大学 | Prediction method in landslide based on multi-sensor information fusion |
| CN110332890A (en) * | 2019-07-24 | 2019-10-15 | 四川建筑职业技术学院 | A kind of excavation slope deformation real-time monitor and method based on Beidou positioning |
| CN111473779A (en) * | 2020-03-17 | 2020-07-31 | 北京工业大学 | Method for identifying and monitoring deformation of landslide-tunnel system in linkage manner |
| CN111473779B (en) * | 2020-03-17 | 2021-09-24 | 北京工业大学 | Method for identifying and monitoring deformation of landslide-tunnel system in linkage manner |
| CN111486926B (en) * | 2020-04-16 | 2022-08-26 | 山东科技大学 | Dynamic monitoring system and method for determining reverse osmosis water level of deep concave wet-discharge tailing pond |
| CN111486926A (en) * | 2020-04-16 | 2020-08-04 | 山东科技大学 | Dynamic monitoring system and method for determining reverse osmosis water level of deep concave wet-discharge tailing pond |
| CN111784829B (en) * | 2020-06-01 | 2023-11-03 | 重庆大学 | Landslide monitoring key point arrangement method based on three-dimensional geological model |
| CN111784829A (en) * | 2020-06-01 | 2020-10-16 | 重庆地质矿产研究院 | Three-dimensional geological model-based landslide monitoring key point arrangement method |
| CN112681406A (en) * | 2020-12-18 | 2021-04-20 | 广西北投交通养护科技集团有限公司 | Carbon rock slope stability monitoring equipment and monitoring method |
| CN112950901B (en) * | 2021-01-25 | 2024-01-02 | 江苏霆善科技有限公司 | Disaster monitoring system and method based on data analysis |
| CN112950901A (en) * | 2021-01-25 | 2021-06-11 | 江苏霆善科技有限公司 | Disaster monitoring system and method based on data analysis |
| CN113742827A (en) * | 2021-09-03 | 2021-12-03 | 招商局重庆交通科研设计院有限公司 | Method for constructing highway slope monitoring network system based on finite difference analysis |
| CN114137072B (en) * | 2021-11-04 | 2023-11-28 | 北京交通大学 | Long-distance nondestructive evaluation method for elastic modulus of potential landslide rock mass |
| CN114137072A (en) * | 2021-11-04 | 2022-03-04 | 北京交通大学 | Remote nondestructive evaluation method for elastic modulus of potential landslide rock mass |
| CN116539413B (en) * | 2023-06-27 | 2023-11-07 | 中国矿业大学(北京) | Rock characteristic stress determining method based on acoustic emission counting nonlinear evolution |
| CN116539413A (en) * | 2023-06-27 | 2023-08-04 | 中国矿业大学(北京) | Rock characteristic stress determining method based on acoustic emission counting nonlinear evolution |
| CN117435891A (en) * | 2023-12-20 | 2024-01-23 | 成都嘉新科技集团有限公司 | Soil slope stability simulation evaluation method and system |
| CN117435891B (en) * | 2023-12-20 | 2024-02-27 | 成都嘉新科技集团有限公司 | Soil slope stability simulation evaluation method and system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106405675B (en) | 2018-05-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106405675B (en) | For the dynamic monitoring method of outdoor pit Tailings Dam slope and land slide early warning | |
| Zhang et al. | Differences in the acoustic emission characteristics of rock salt compared with granite and marble during the damage evolution process | |
| Liu et al. | Experimental investigation of the effects of heterogeneity and geostress difference on the 3D growth and distribution of hydrofracturing cracks in unconventional reservoir rocks | |
| Zhang et al. | Stress-dependent fluid flow and permeability in fractured media: from lab experiments to engineering applications | |
| Sun et al. | Internal deformation monitoring of slope based on BOTDR | |
| CN106767476B (en) | Slope stability monitoring and landslide early warning forecasting method based on all-fiber sensing network | |
| CN109162693B (en) | Method for rapidly testing rock mass block index by using monitoring while drilling technology without coring | |
| Cheng et al. | A field study on distributed fiber optic deformation monitoring of overlying strata during coal mining | |
| CN206160960U (en) | Slope stability monitoring and landslide early warning predictor based on full optical fiber sensing network | |
| Wang et al. | A digital image-based discrete fracture network model and its numerical investigation of direct shear tests | |
| Karagkounis et al. | Geology and geotechnical evaluation of Doha rock formations | |
| He et al. | Brittle failure modes of underground powerhouses: an insight based on true triaxial compression tests | |
| CN116703244B (en) | Mining subsidence area treatment effect and comprehensive evaluation method | |
| CN116988786A (en) | Three-dimensional ground stress measuring method for underground mine | |
| Doe et al. | Hydraulic fracturing and overcoring stress measurements in a deep borehole at the Stripa test mine, Sweden | |
| Viana da Fonseca et al. | Improved laboratory techniques for advanced geotechnical characterization towards matching in situ properties | |
| Maghsoudi et al. | Monitoring instrumentation in underground structures | |
| Villaescusa et al. | Stress measurements from cored rock | |
| Putera et al. | Analysis of Support Systems and Excavation Methods Based on Rock Mass Quality in the Intake Tunnel of the Jlantah Dam | |
| Liu et al. | Physical model tests to determine the mechanism of submarine landslides under the effect of sea waves | |
| JP2010222805A (en) | Method for evaluating stability of excavated surface against sump water | |
| Clement et al. | Stress measurement by overcoring at shallow depths in a rock slope: The scattering of input data and results | |
| Heuzé | Sources of errors in rock mechanics field measurements, and related solutions | |
| Ai et al. | Study on the Method for Measuring Stress on Rock Mass Excavation Surface under Extremely High Stress Conditions | |
| Yin et al. | Deformation and failure response pattern of schistosed surrounding rock to its anisotropic properties |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |